Drawings_(Part_6_of_9).pdf

CONCRETE REINFORCING BAR DEVELOPMENT AND

SPLICE LENGTH (f'c = 4 ksi & fy = 60 ksi)

BAR

SIZE

TENSION

DEVELOPMENT

& CLASS "A"

SPLICE

CLASS "B"

SPLICE

ACI STD 90

DEG HOOK

COMPRESSION

BARS

TOP

BAR

(Ldt)

OTHER

BA

(Ldo)

TOP

BAR

(Lst)

OTHER

BAR

(Lso)

EMBED-

MENT

(Ldh)

LENGTH

(Lh)

DEVELOP-

MENT

(Ldc)

SPLICE

#4 #5 #6 #7 #8 #9 #10 #11

15 12 20 16 10 8 1510 19 15 24 19 12 10 12 19 23 18 29 23 15 12 15 23 37 29 48 37 17 14 17 27 47 36 61 47 19 16 19 30 57 44 75 57 22 19 22 34 70 54 91 70 25 22 25 39 84 65 109 84 27 24 27 43

NOTES:

1. STRAIGHT DEVELOPMENT AND CLASS "B" SPLICE LENGTH SHOWN IN

ABOVE TABLE ARE BASED ON UNCOATED BARS ASSUMING BAR SPACING =

12" WITHOUT TIES OR STIRRUPS, BAR CLEAR COVER = 1.5". NORMAL

WEIGHT CONCRETE W/ NO TRANSVERSE REINFORCEMENT AND NO EXCESS

REINFORCING IS ASSUMED.

2. STANDARD 90 DEG HOOK EMBEDMENT LENGTH IS BASED ON BAR SIDE AND

END COVER = 2.5" WITHOUT TIES AROUND HOOK.

3. FOR ALL TOP EPOXY-COATED BARS IN TENSION (SPLICED OR DEVELOPED

WITH OR WITHOUT HOOK) INCREASE VALUES IN THIS TABLE BY 30%.

4. WHEN BARS OF DIFFERENT SIZES ARE LAP SPLICED IN TENSION, SPLICE

LENGTH SHALL BE THE LARGER OF DEVELOPMENT LENGTH OF LARGER

BAR AND TENSION LAP SPLICE LENGTH OF SMALLEST BAR.

5. ALL SPLICES SHOWN ON DRAWINGS SHALL BE CLASS "B" UNO.

6. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12

INCHES OF FRESH CONCRETE CAST BELOW THE DEVELOPMENT LENGTH

ON SPLICE.

SPLICE OR DEVELOPMENT LENGTH OF

REBARS IN TENSION OR COMPRESSION FOR

CONCRETE MASONRY

SPLICE OR DEVELOPMENT LENGTH OF REBAR, IN

BAR

SIZE BAR LOCATED IN CENTER OF CMU WALL MINIMUM COVER

6" 8" 10" 12" 1 1/2" 2"

BAR SPACING 8" OR MORE

#4

#5

#6

#7

21 21 21 21 34 26

32 26 26 26 45 40

61 43 40 40 54 54

- 60 46 46 63 63

NOTES:

1. DEVELOPMENT LENGTH OF BAR IN TENSION OR

COMPRESSION DETERMINED PER ACI 530 FOR SPECIFIED

COMPRESSIVE STRENGTH OF MASONRY, f'm= 1,500 PSI.

2. IF CONCRETE COVER OR BAR SPACING DIFFERS FROM

THE TABLE, DEVELOPMENT LENGTH SHALL BE

DETERMINED INDIVIDUALLY.

3. PROVIDE LAP SPLICES OF VERTICAL REINFORCEMENT AT

SLABS.

4. FOR f'm= 2,000 PSI THE LENGTHS SHOWN IN THE TABLE

MAY BE REDUCED BY 13%.

A. SATISFACTORY MATERIALS INCLUDE SOILS CLASSIFIED PER ASTM D 2487 AS

GW, GM, GC, GP, SW, SP, SM, SC, CL, AND CH AND SHALL BE FREE OF TRASH,

DEBRIS, ROOTS OR OTHER ORGANIC MATTER, OR STONES LARGER THAN 3”.

B. UNSATISFACTORY MATERIALS INCLUDE SOILS CLASSIFIED PER ASTM D 2487 AS

PT, OH, OL, ML, MH AND ANY OTHER MATERIALS NOT DEFINED AS

SATISFACTORY.

C. NON-EXPANSIVE SOILS SHOULD MEET THE REQUIREMENTS OF TxDOT

STANDARD SPECIFICATION FOR BASE COURSE, ITEM 247, TYPE A, GRADE 1 OR

2, WITH PLASTICITY INDEX (PI) OF 4<PI<12 WHEN TESTED IN ACCORDANCE WITH

ASTM D 4318.

D. SELECT SOILS ARE SATISFACTORY MATERIAL HAVING A LIQUID LIMIT LL < 35%

OR LESS AND 8<PI<18 WHEN TESTED IN ACCORDANCE WITH ASTM D 4318.

E. SELECT CLAY BACKFILL SHALL BE A SATISFACTORY MATERIAL HAVING LL

< 35% OR LESS AND 8<PI<20 WHEN TESTED IN ACCORDANCE WITH ASTM D 4318

AND CLASSIFYING AS A CL IN ACCORDANCE WITH ASTM D 2487.

F. COHESIONLESS MATERIALS INCLUDE MATERIALS CLASSIFIED IN ASTM D 2487

AS GW, GP, SW, AND SP. COHESIVE MATERIALS INCLUDE MATERIALS

CLASSIFIED AS GC, SC, ML, CL, MH, AND CH. MATERIALS CLASSIFIED AS GM AND

SM WILL BE IDENTIFIED AS COHESIONLESS ONLY WHEN THE FINES ARE NON-

PLASTIC.

G. CAPILLARY WATER BARRIER SHALL CONSIST OF CLEAN, CRUSHED,

NONPOROUS ROCK, CRUSHED GRAVEL, OR UNCRUSHED GRAVEL. THE

MAXIMUM PARTICLE SIZE SHALL BE 1-1/2” AND NO MORE THAN 2% BY WEIGHT

SHALL PASS THE 3/16” SIZE (NO. 4) SIEVE.

H. NON-SHRINK SELECT FILL USED IN AREAS DESIGNATED FOR NON-EXPANSIVE

FILL PLACED BENEATH FLOOR SLABS SHALL CONSIST OF SATISFACTORY

MATERIALS HAVING 4<PI<12 WHEN TESTED IN ACCORDANCE WITH ASTM D

4318. ML SOILS ARE NOT APPROVED FOR USE AS NON-SHRINK SELECT FILL.

1. MATERIALS:

• SPECIFIED COMPRESSIVE STRENGTH, f'm ........................................... 2,000 psi (NET AREA)

• CONCRETE MASONRY BLOCK ................................................................. ASTM C 90, TYPE1, LOAD BEARING 2,000 psi BLOCK

• MORTAR ....................................................................................................... ASTM C 270, ASTM C 780, TYPE S, 2,000 psi MIN. AT 28 DAYS

• GROUT .......................................................................................................... ASTM C 476, ASTM C 1019, 2,000 psi MIN. AT 28 DAYS

• REINFORCEMENT ....................................................................................... ASTM A 615, GRADE 60

• WELDED REINFORCEMENT ...................................................................... ASTM A 706, GRADE 60

• EXPANSION ANCHORS .............................................................................. ICC ES APPROVED FOR GROUT FILLED CONCRETE MASONRY

2. BOND LAYUP: RUNNING BOND, UNLESS OTHERWISE NOTED.

3. VERTICAL CELLS TO BE GROUTED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR UNOBSTRUCTED CONTINUOUS VERTICAL CELL

NOT LESS THAN 2 in x 3 in IN PLAN DIMENSIONS.

4. CMU CONTROL JOINTS: REFER TO ARCHITECTURAL DWGS, CMU CONTROL JOINTS SHALL BE MINIMUM 24 in FROM EDGES OF OPENINGS AN PILASTERS. DO

NOT PLACE CMU CONTROL JOINTS UNDER BEAM/JOIST BEARING.

5. FOUNDATION DOWELS: SHALL EXTEND TO THE BOTTOM REINFORCING LAYER OF THE FOUNDATION AND 34 in MINIMUM INTO THE CMU WALL. PROVIDE A

FOUNDATION DOWEL FOR EACH VERTICAL REINFORCING BAR, UNLESS NOTED OTHERWISE.

6. VERTICAL AND HORIZONTAL REINFORCING SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS AND NOTED IN THE SPECIFICATIONS. MINIMUM ADDITIONAL

REINFORCING IS SHOWN ON "TYPICAL REINFORCED CMU WALL ELEVATION DETAIL".

7. VERTICAL REINFORCEMENT: CENTERED IN THE WALL UNLESS OTHERWISE NOTED, VERTICAL WALL REINFORCING SHALL EXTEND CONTINUOUSLY FROM

EH THE FOUNDATION TO EMBED 6 in MINIMUM INTO BOND BEAM AT TOP OF WALL AND TERMINATE WITH A 90° HOOK, UNLESS NOTED OTHERWISE.

A. PLACE VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM.

B. DOWEL REINFORCEMENT TO SUPPORTING MEMBERS WITH SAME SIZE AND SPACING OF REINFORCEMENT AS SHOWN ON DRAWINGS.

C. IT IS THE CONTRACTORS RESPONSIBILITY TO PROVIDE SHOP DRAWINGS FOR REVIEW SHOWING LOCATION OF ALL REINFORCING STEEL, LAP

SPLICE LENGTHS AND LOCATIONS. THE SPECIAL INSPECTOR SHALL PERFORM CONTINUOUS AND PERIODIC SPECIAL INSPECTIONS PER IBC 2015.

8. HORIZONTAL/BOND BEAM REINFORCING STEEL: CONTINUOUS THROUGHOUT EXTERIOR AND INTERIOR WALLS, UNLESS NOTED OTHERWISE.

A. INTERIOR STRUCTURAL WALLS (SHEAR AND/OR BEARING) SHALL HAVE INTERMEDIATE BOND BEAMS LOCATED AT THE SAME LEVELS AS

EXTERIOR WALL INTERMEDIATE BOND BEAMS.

B. AT CONTROL JOINTS, INTERMEDIATE BOND BEAM REINFORCEMENT SHALL BE DISCONTINUOUS.

C. AT ISOLATION JOINTS ALL BOND BEAM REINFORCING STEEL AND HORIZONTAL JOINT REINFORCEMENT SHALL BE DISCONTINUOUS.

D. IF BOND BEAMS AT INTERSECTING STRUCTURAL WALLS (SHEAR AND/OR BEARING) MEET AT DIFFERENT ELEVATIONS, EXTEND BOND BEAMS

AROUND INTERSECTION CORNER 4 FT MINIMUM.

9. REINFORCEMENT AT WALL OPENINGS: EXTEND BARS A MINIMUM OF 40BAR DIAMETERS OR 24 in, WHICHEVER IS GREATER, BEYOND CORNERS OF

OPENINGS.

A. VERTICAL JAM BARS: SAME SIZE AS CMU VERTICAL REINFORCING, FOUNDATION DOWELS SHALL BE PROVIDED FOR EACH VERTICAL JAMB

BAR.

B. CMU LINTELS: SEE SHEET S-601FOR REINFORCEMENT SCHEDULE. CMU LINTELS SHALL HAVE 24 in MINIMUM BEARING AT BOTH ENDS.

REINFORCEMENT SHALL BE SUPPORTED BY WIRE CHAIRS. PLACE REINFORCEMENT 3 in ABOVE BOTTOM OF LINTEL, UNLESS OTHERWISE

NOTED. IN NO CASE SHALL BARS BE EXTENDED ACROSS CONTROL JOINTS.

10. SEE SHEET S-002 FOR REINFORCING LAP SPICE LENGTHS IN MASONRY.

11. WELDED REINFORCEMENT: WELD PER AWS D1.4 WITH E90XX ELECTRODES.

12. GROUTING; ALL CELLS WITH REINFORCING AND/OR ANCHORS SHALL BE FILLED WITH GROUT, INCLUDING BOND BEAMS, LINTELS AND PILASTERS, AS

INDICATED ON THE DRAWINGS. ALL BEAM/JOIST POCKETS SHALL BE FULLY GROUTED AFTER BEAM/JOIST PLACEMENT UNLESS NOTED OTHERWISE.

A. CONSOLIDATION: AT TIME OF PLACEMENT BY MECHANICAL VIBRATION AND THE RECONSOLIDATE BEFORE PLASTICITY IS LOST.

B. GROUT SHALL BE PLACED IN CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 5 ft UNLESS OTHERWISE NOTED.

C. HORIZONTAL CONSTRUCTION JOINTS: FORMED BY STOPPING THE GROUT POUR NOT LESS THAN 1/2 in BELOW THE TOP OF THE UPPERMOST

UNITS GROUTED. HORIZONTAL REINFORCING SHALL BE FULLY EMBEDDED IN GROUT.

13. PROVIDE A MINIMUM 1/2 in CLEARANCE BETWEEN MAIN REINFORCING AND MASONRY UNITS.

14. DETERMINE COMPLIANCE WITH COMPRESSIVE STRENGTH USING EITHER THE UNIT STRENGTH METHOD OR PRISM TESTING PER TMS 602-13/ACI 530.1-13, ARTICLE 1.4B.

15. REINFORCING CONGESTION: KNOCK OUT BLOCKS SHALL BE ALLOWED TO FACILITATE CONSTRUCTION.

16. ALL MASONRY WALLS SHALL BE SHORED AND BRACED PER SPECIFICATIONS, EM 385-1-1, AND TYPICAL CONSTRUCTION PRACTICE ( THE MOST STRINGENT

SHALL APPLY).

17. EXPANSION ANCHORS: SHALL BE PLACED IN GROUTED CMU CELLS ONLY. EMBEDMENT SHALL BE 5 in MINIMUM.

REINFORCED HOLLOW CMU NOTES

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FLAT MAT FOUNDATION NOTES

1. BASIS OF FOUNDATION DESIGN PER FY19 DLA GENERAL PURPOSE WAREHOUSEFOUNDATION AND

PAVEMENT DESIGN ANALYSIS, DATED JULY 2018, PREPARED BY USACE FORTH WORTH DISTRICT

ENGINEERING AND CONSTRUCTION DIVISION, GEOTECHNICAL BRANCH (CESWF-EC-G).

2. DESIGN OF FOUNDATIONS IS BASED ON ALLOWABLE SERVICE LOAD BEARING PRESSURE OF 2,000

PSF.

3. EXCAVATIONS SHALL CONFORM TO THE DIMENSIONS AND ELEVATION OF EACH STRUCTURE.

4. EXCAVATIONS SHALL INCLUDE TRENCHING FOR UTILITY AND FOUNDATION DRAINAGE SYSTEMS TO A

POINT 5 FT BEYOND THE BUILDING LINE.

5. EXCAVATIONS SHALL EXTEND SUFFICIENT DISTANCE FROM WALLS AND FOOTINGS TO ALLOW FOR

PLACING AND REMOVING FORMS.

6. EXCAVATION BELOW INDICATED DEPTHS SHALL NOT BE PERMITTED EXCEPT TO REMOVE

UNSATISFACTORY MATERIAL.

7. UNSATISFACTORY MATERIAL REMOVED BELOW DEPTHS INDICATED SHALL BE REPLACED WITH

SATISFACTORY MATERIAL AT NO ADDITIONAL COST TO THE GOVERNMENT. THE THICKNESS OF

CONCRETE FOOTINGS SHALL BE INCREASED IN THICKNESS TO THE BOTTOM OF THE OVER-DEPTH

EXCAVATIONS AND OVER-BREAK IN ROCK EXCAVATIONS.

8. EXCAVATION SHALL BE PERFORMED SO THAT THE AREA WILL BE CONTINUALLY AND EFFECTIVELY

DEWATERED TO ELIMINATE ANY GROUND WATER IN THE EXCAVATION AS WELL AS SURFACE

DRAINED TO ELIMINATE ANY SURFACE WATER. WATER FROM ANY SOURCE SHALL NOT BE

PERMITTED TO ACCUMULATE IN THE EXCAVATION. THE EXCAVATION SHALL BE DRAINED BY

PUMPING OR OTHER SATISFACTORY METHODS TO PREVENT SOFTENING OF THE FOUNDATION

BOTTOM, UNDERCUTTING OF FOOTINGS, OR OTHER ACTIONS DETRIMENTAL TO PROPER

CONSTRUCTION.

9. SHORING INCLUDING SHEET PILING SHALL BE FURNISHED AND INSTALLED AS NECESSARY TO

PROTECT WORKMEN, BANKS, ADJACENT PAVING, STRUCTURES, AND UTILITIES.

10. THE CONTRACTOR'S TESTING LABORATORY APPROVED BY THE GOVERNMENT SHALL INSPECT THE

SOIL SUBGRADE FOR ALL SLABS IMMEDIATELY PRIOR TO PLACING CONCRETE.

11. NO SLABS, FOOTINGS OR GRADE BEAMS SHALL BE PLACED ONTO OR AGAINST SUBGRADE

CONTAINING FREE WATER, FROST OR ICE. SHOULD WATER, FROST, OR ICE ENTER A FOOTING OR SLAB EXCAVATION AFTER SUBGRADE APPROVAL, THE SUBGRADE SHALL BE RE-INSPECTED BY THE

CONTRACTOR'S TESTING LABORATORY APPROVED BY THE GOVERNMENT.

12. BACKFILL SHALL BE PLACED SIMULTANEOUSLY ON BOTH SIDES OF FOUNDATION WALLS.

13. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MEASURES TO PREVENT ANY FROST OR ICE

FROM PENETRATING ANY FOOTING OR SLAB SUBGRADE AFTER PLACING OF CONCRETE UNTIL SUCH

SUBGRADE IS FULLY PROTECTED BY THE PERMANENT BUILDING STRUCTURE.

14. NON-EXPANSIVE FILL MATERIALS WITHIN THE BUILDING FOOTPRINT SHALL BE COMPACTED TO AT

LEAST 95% OF LABORATORY MAXIMUM DENSITIES PER ASTM STANDARD D 1557 AND PLACED IN

CONTROLLED LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS.

15. MATERIALS SHALL BE MOISTENED OR AERATED AS NECESSARY TO PROVIDE PROPER WATER

CONTENT THAT WILL READILY FACILITATE OBTAINING THE SPECIFIED COMPACTION WITH

EQUIPMENT USED.

16. COMPACTION SHALL BE ACCOMPLISHED BY SHEEPSFOOT ROLLERS, PNEUMATIC-TIRED ROLLERS, STEEL-WHEELED ROLLERS, OR OTHER APPROVED EQUIPMENT WELL SUITED TO THE SOIL BEING

PREPARED.

17. WHEN SUBGRADE SURFACES ARE LESS THAN THE SPECIFIED DENSITY, THE SURFACE SHALL BE BROKEN UP TO A MINIMUM DEPTH OF 6 INCHES, PULVERIZED AND COMPACTED TO THE SPECIFIED

DENSITY.

18. THE EXCAVATED SURFACE SHALL BE SCARIFIED TO A DEPTH OF 6 INCHES BEFORE FILL PLACEMENT.

19. SUBGRADE PREPARATION UNDER MAT FOUNDATION SHALL CONSIST OF REMOVAL OF A MINIMUM OF

5.0 FEET OF EXISTING SOILS WITHIN THE BUILDING/STRUCTURE FOOTPRINT AND REPLACEMENT WITH COMPACTED NON-EXPANSIVE BACKFILL, AND THAT A MINIMUM OF 2.5 FEET OF COMPACTED NON-EXPANSIVE FILL IS PLACED IMMEDIATELY BENEATH THE MAT SLAB, WHICHEVER IS GREATER.

20. EXCAVATED AREAS BEYOND THE LIMITS OF THE BUILDING FOOTPRINT SHALL BE BACKFILLED WITH SELECT CLAY BACKFILL MATERIAL. THIS SELECT CLAY CAP SHALL BE A MINIMUM OF 2 FEET IN THICKNESS AND SHALL EXTEND FROM THE BUILDING PERIMETER TO THE LIMITS IF THE EXCAVATION

AND COMPACTED TO AT LEAST 92% OF LABORATORY MAXIMUM DENSITY IN ACCORDANCE PER

ASTM D 1557.

21. FILL MATERIALS SHALL BE AS FOLLOWS:

CONCRETE NOTES

1. CONCRETE WORK SHALL CONFORM WITH ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE" AND IBC "CHAPTER 19 - CONCRETE." REFER TO SHEET S-001 FOR DESIGN CODE SUMMARY

TABLE FOR APPLICABLE CODE YEAR EDITIONS.

2. ALL CONCRETE PERMANENTLY EXPOSED TO WEATHER SHALL CONTAIN AN APPROVED AIR ENTRAINING

ADMIXTURE.

3. NO CALCIUM CHLORIDE SHALL BE USED IN ANY CONCRETE.

4. CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS ACCOMPANIED WITH RECENT FIELD TEST REPORT

DATA OR TRIAL BATCH LAB REPORTS FOR ALL PROPOSED CONCRETE MIXES FOR APPROVAL PRIOR TO

FIRST POUR.

5. VERTICAL WALL CONSTRUCTION JOINTS SHALL BE FORMED WITH VERTICAL BULKHEADS AND KEYWAYS.

WALL REINFORCING SHALL BE CONTINUOUS THROUGH THE JOINT OR SHALL BE DOWELED WITH AN

EQUIVALENT AREA OF REINFORCEMENT.

6. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE LOCATION AND PLACEMENT OF INSERTS, EMBEDDED PLATES, MASONRY ANCHORS, REGLETS, SLEEVES, DUCTWORK, PADS AND ANCHOR RODS. THE INSERTS, EMBEDDED PLATES, ETC. SHALL NOT INTERFERE WITH CONCRETE REINFORCEMENT LOCATION. THE GENERAL CONTRACTOR SHALL VERIFY ALL OPENINGS THROUGH WALLS WITH SHOP DRAWINGS, SHOWING OPENINGS IN THE FOUNDATION INCLUDING, BUT NOT LIMITED TO, SLEEVE

SIZES AND LOCATIONS, DUCT SIZE AND LOCATION, ETC.

7. NO OPENING SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT THE WRITTEN APPROVAL OF THE

CONTRACTING OFFICER.

8. CONSTRUCTION JOINTS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL. LOCATIONS SHALL BE COORDINATED WITH THE RACK LAYOUT SUCH THAT NO LONGITUDINAL CONSTRUCTION JOINTS (ALONG DIRECTION OF TRAFFIC) ARE PLACED WITHIN RACK AISLES. CONSTRUCTION JOINTS TRANSVERSE

TO THE RACK AISLES SHALL BE ALLOWED.

9. DEPRESSED SLABS SHALL MAINTAIN FULL THICKNESS UNLESS NOTED OTHERWISE.

10. BASIS OF DESIGN FOR CHEMICAL ANCHORS SHALL BE "HIT-RE 500 V3" OR "HIT-HY 200" AND EXPANSION

ANCHORS SHALL BE "KWIK BOLT 3" AS MANUFACTURED BY HILTI OR EQUAL. ANY SUBSTITUTED PRODUCT MUST MEET ALL OF THE DESIGN VALUES OF HILTI AND BE APPROVED BY THE CONTRACTING OFFICER.

ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATION. USE OF POST-INSTALLED ANCHORS IN LIEU OF CAST-IN-PLACE ANCHORS OR ANY OTHER VARIATION FROM THE CONTRACT DRAWINGS IS NOT PERMITTED WITHOUT PRIOR APPROVAL FROM THE CONTRACTING OFFICE.

11. PITCH CONCRETE SLABS TO FLOOR DRAINS, IF REQUIRED, WHILE MAINTAINING THE SLAB THICKNESS. SEE ARCHITECTURAL DRAWINGS FOR TYPE AND LOCATION OF ALL FLOOR FINISHES, FLOOR DEPRESSIONS, AND

CURBS.

12. ALL STRUCTURAL CONCRETE AND CONCRETE FILL SHALL BE THOROUGHLY CONSOLIDATED WITH

MECHANICAL VIBRATORS.

13. THE CONTRACTOR'S TESTING LABORATORY APPROVED BY THE GOVERNMENT SHALL INSPECT THE

PLACEMENT OF ALL CONCRETE, REINFORCEMENT, AND FORMWORK.

14. PROVIDE 3/4" CHAMFER ON ALL CORNERS OF EXPOSED CONCRETE, UNLESS NOTED OTHERWISE IN THE

ARCHITECT'S DRAWINGS.

15. REFERENCE SPECIFICATION: SECTION 03 30 00 - CAST-IN-PLACE CONCRETE.

16. ALL CAST-IN-PLACE CONCRETE SHALL BE OF THE TYPE I OR III AND HAVING MINIMUM COMPRESSIVE

STRENGTH AS INDICATED IN THE TABLE BELOW:

REINFORCEMENT NOTES

1. ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED, SPACED IN

FORMS, AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS PER ACI 318 AND ACI DETAILING MANUAL SP-66(04). REFER TO SHEET S-001 FOR DESIGN CODE SUMMARY TABLE

FOR APPLICABLE CODE YEAR EDITIONS.

2. UNLESS NOTED OTHERWISE, DEFORMED BAR REINFORCEMENT SHALL CONFORM TO ASTM

SPECIFICATION A615, GRADE 60 AND ASTM A706, GRADE 60 FOR WELDED DEFORMED BAR

REINFORCEMENT.

3. HEADED SHEAR STUD ASSEMBLIES SHALL CONFORM TO ASTM A1044 WITH MINIMUM Fy = 51 KSI.

4. THE CONTRACTOR SHALL SUBMIT CHECKED SHOP DRAWINGS SHOWING REINFORCING DETAILS

INCLUDING STEEL SIZES, SPACING, PLACEMENT AND SUPPORT DETAILS TO THE CONTRACTING OFFICER

FOR REVIEW PRIOR TO FABRICATION.

5. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCEMENT AT THE POSITIONS INDICATED.

PLASTIC COATED OR STAINLESS STEEL ACCESSORIES SHALL BE USED IN ALL EXPOSED CONCRETE

WORK.

6. ALL EMBEDMENT LENGTHS AND LAPS SHALL BE AS REQUIRED BY ACI 318. UNLESS NOTED OTHERWISE, MINIMUM LAP SHALL CLASS B SPLICE PER TABLE SHOWN ON THIS SHEET.

7. UNLESS NOTED OTHERWISE ON PLANS, ALL CONCRETE FORMED SLAB OR WALL OPENINGS SHALL BE REINFORCED AT EACH CORNER WITH MINIMUM (2) - #5 BARS, PLACED ONE IN EACH FACE AT 45 DEGREES

AND PROJECTING MINIMUM 2'-0" BEYOND CORNER.

8. WHERE REQUIRED, DOWELS SHALL MATCH THE SIZE AND QUANTITY OF MAIN REINFORCING, UNLESS

NOTED OTHERWISE

9. THE CONTRACTOR'S TESTING LABORATORY APPROVED BY THE GOVERNMENT SHALL INSPECT THE

PLACEMENT OF ALL REINFORCEMENT.

10. WHERE REQUIRED, DOWELS SHALL MATCH THE SIZE AND QUANTITY OF MAIN REINFORCING, UNLESS

OTHERWISE NOTED:

STRUCTURAL ELEMENT f'c AT 28 DAYS AGGREGATE REMARKS

FOOTINGS, EXPOSED RET

WALLS

4,000 PSI 145 PCF STONE AIR ENTRAINED AS REQD. BY ACI

318, F1S0P0C1

FLAT MAT 4,500 PSI 145 PCF STONE F0S0P0C0 DURABILITY PER ACI

318, MINIMUM TENSILE STREGTH

600 PSI

CAST IN PLACE, OTHER 4,000 PSI 145 PCF STONE F0S0P0C0 DURABILITY PER ACI 318

CONDITION OF CONCRETE CASTING REINF. BAR RANGE COVER

CONCRETE CAST AGAINST AND PERMANENTLY

EXPOSED TO EARTH

#3 THRU #18 BARS 3"

FORMED CONCRETE EXPOSED TO EARTH OR

WEATHER

#6 THRU #18 BARS 2"

#5 BAR & SMALLER 1 1/2"

CONCRETE NOT EXPOSED TO WEATHER OR IN

CONTACT WITH GROUND

- SLABS, WALLS, JOISTS, U.O.N. #14 & #18 BARS 1 1/2"

#11 BARS & SMALLER 3/4"

- BEAM, COLUMNS #3 THRU #18 BARS 1 1/2"

1. THE ENGINEER IS DELEGATING THE DESIGN OF THE PRECAST CONCRETE SYSTEM TO THE PRECAST CONCRETE MANUFACTURER'S REPRESENTATIVE. THE PRECAST ENGINEER SHALL BE RESPONSIBLE FOR ALL PRECAST

MEMBERS AND CONNECTION DESIGN FOR THE LOADS INDICATED ON THE DWGS.

2. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 318 (REFER TO SHEET S-001 FOR DESIGN CODE SUMMARY TABLE FOR THE APPLICABLE CODE YEAR EDITIONS), AND LATEST EDITIONS OF THE PCI

MNL-117, MNL-120 & PCI MNL-122.

3. REFER TO SPECIFICATIONS SECTION 034533 "PRECAST PRESTRESSED STRUCTURAL CONCRETE" FOR DESIGN REQUIREMENTS FOR PRECAST MEMBERS AND ALL OTHER REQUIRED INFORMATION NOT SPECIFIED HERE.

4. PRECAST CONCRETE SHALL BE NORMAL WEIGHT, AIR ENTRAINED, f'c=5, 000 PSI AT 28 DAYS, TOTAL AIR CONTENT

SHALL BE 6% +/- 1.5% USING PORTLAND CEMENT TYPE II OR III.

5. MILD REINFORCEMENT: AS SPECIFIED UNDER CONCRETE AND HEREIN. THE MINIMUM CONCRETE COVER PROTECTION SHALL BE PER ACI 318 EXCEPT AS REQUIRED FOR FIRE RATING NOTED ON THE DRAWINGS.

6. CONCRETE ACCESSORIES: COIL RODS TO BE HIGH STRENGTH, ELECTRO GALVANIZED ASTM B633. ALL EXPOSED

METAL CONNECTIONS SHALL BE HOT-DIP GALVANIZED.

7. BEARING STRIPS: PLANK- RANDOM ORIENTED FIBER REINFORCED OR MULTI-MONOMER PLASTIC STRIPS.

8. CEMENT GROUT SHALL BE A MIXTURE OF NOT LESS THAN ONE PART PORTLAND CEMENT TO 2.5 PARTS FINE SAND. GROUT SHALL BE CAPABLE OF COMPLETELY FILLING JOINTS. MINIMUM 28-DAY GROUT STRENGTH SHALL

BE 5,000 PSI.

9. REFER TO ARCHITECTURAL DWGS FOR FIRE RATING, WALL FINISHES, DOOR/WINDOW OPENINGS; LOCATION AND SIZE OF LOUVERS; SURFACE FINISH; PARAPET AND COPING TYPES; LOCATION AND SIZE OF EMBEDS FOR CANOPIES; THICKNESS AND R-VALUE FOR MULTI-WYTHE WALL PANELS; JOINT SIZE AND LOCATION; CHAMFER

AND REVEAL PROFILES.

10. CONTRACTOR SHALL VERIFY LOCATION AND DETAILS OF FOUNDATION CONNECTION BEFORE PROCEEDING WITH HIS WORK. PRECAST CONCRETE MANUFACTURE SHALL PROVIDE CONNECTION DETAILS BETWEEN PANELS AT BUILDING CORNERS AND AT JOINTS BETWEEN PANELS (FOR ALIGNMENT PURPOSE). (4) MIN. CONNECTIONS PER

EACH PRE-CAST WALL PANEL.

11. GENERAL PRECAST CONCRETE:

a. GROUT ALL JOINTS AND KEYWAYS SOLID. PROVIDE KEYWAY REINFORCING.

b. PROVIDE WELD PLATES FOR ALL PLANKS THAT BEAR ON STEEL AND WELD TO

SUPPORT.

c. ALL WELDS SHALL USE E70XX LOW HYDROGEN ELECTRODES, 1/4" MINIMUM.

d. HIGH STRENGTH BOLTS SHALL BE ASTM A325, HOT DIP GALVANIZED 3/4" DIA, UNO.

e. OPENINGS LESS THAN 10" ROUND MAY BE LOCATED AND DRILLED BY THE TRADE

REQUIRING THEM AFTER ERECTION. ALL FIELD OPENINGS AND/OR CUTTING OF

PRECAST MEMBERS SHALL BE APPROVED BY THE CONTRACTING OFFICER AND

PRECAST MANUFACTURER.

PRE-CAST CONCRETE NOTES

IBC 2015 SPECIAL INSPECTION REQUIREMENTS

STRUCTURAL ELEMENT CONTINUOUS PERIODIC REMARKS

- X

X

X

X

X

X

X

X

AISC 360-10

TABLES

N5.4-1,4-2,4-3

AISC 360-10

SECTION N.5.5

AISC 360-10

TABLES

N5.6-1,6-2,6-3

AISC 360-10

TABLE N5.7

AISC 360-10

TABLE N6.1

SDI QA/QC

IBC 1705.2.2

IBC TABLE

1705.2.3

IBC TABLE

1705.3

IBC TABLE

1705.3

IBC TABLE

1705.3

ACI 530-13

TABLE 3.1.2

IBC TABLE

1705.6

IBC TABLE

1705.6

IBC TABLE

1705.8

IBC SECTION

1705.11.3

IBC SECTION

1705.17

IBC SECTION

1704.6

X

STRUCTURAL STEEL: WELDING

STRUCTURAL STEEL: NON-DESTRUCTIVE TESTING OF WELDED JOINTS

STRUCTURAL STEEL: HIGH-STRENGTH BOLTING

STRUCTURAL STEEL: ANCHOR RODS, EMBEDS, FABRICATED STEEL FRAMES

STRUCTURAL STEEL: COMPOSITE CONSTRUCTION

COLD-FORMED STEEL FLOOR AND ROOF DECK, QUALIFICATIONS OF WELDING

SPECIAL INSPECTORS

OPEN WEB STEEL JOISTS & GIRDERS: INSTALLATION, END CONNECTIONS

BOLTED/WELDED, BRIDGING HORIZONTAL/DIAGONAL

WELDING OF REINFORCING BARS PER AWS D1.4:

WELDABILITY OF BARS OTHER THAN A706, SINGLE PASS FILLETS <5/16"

ALL OTHER WELDS

CONCRETE CONSTRUCTION: REINFORCING STEEL, PRE-STRESSING TENDONS,

PLACEMENT OF REINF. STEEL; DESIGN MIX; POST-INSTALLED STEEL ANCHORS;

CURING TEMPERATURE & TECHNIQUES; IN-SITU CONCRETE STRENGTH;

FORMWORK

CONCRETE CONSTRUCTION: DURING SAMPLING FOR CONC. STRENGTH TEST,

PERFORM SLUMP & AIR CONTENT TESTS & DETERMINE CONC. TEMP; CONC.

PLACEMENT FOR PROPER APPLICATION TECHNIQUES; PRE-STRESSING FORCE

APPLICATION

MASONRY CONSTRUCTION: INPSECTED & VERIFIED PER TMS 405/ACI530/ASCE 5

& TMS 602/ACI530.1/ASCE6, LEVEL B QUALITY ASSURANCE

SOILS: DESIGN BEARING CAPACITY OF MATERIALS BELOW SHALLOW FDNS;

DEPTH & PROPER MATERIAL AT BOTTOM OF EXCAVATIONS; CLASSIFICATION &

TESTING OF COMPACTED FILL; SUB-GRADE & SITE PREPARATION

SOIL: PROPER MATERIAL, DENSITY & LIFT THICKNESS DURING PLACEMENT &

COMPACTION OF COMPACTED FILL

CAST-IN-PLACE DEEP FOUNDATIONS: DRILLING OPERATIONS; LOCATION &

PLUMBNESS; SHAFT & BELL DIAMETERS; LENGTH; BEDROCK EMBEDMENT;

END0BEARING STRATA CAPACITY; GROUT & CONCRETE VOLUMES

COLD-FORMED LIGHT FRAME CONSTRUCTION; CONTINUOUS AND PERIODIC

INSPECTION AS APPLICABLE, SEE REMARK

FIRE-RESISTANCE PENETRATIONS AND JOINTS

STRUCTURAL OBSERVATIONS: PROJECT DOES NOT REQUIRE STRUCUTRAL

OBSERVATIONS FOR SEISMIC AND WIND RESISTANCE PER IBC UNLESS SUCH

OBSERVATION IS SPECIIFICALLY REQUIRED BY AHJ.

1. MATERIALS:

ROOF DECK .............................................. ASTM A 653, SS, GRADE 33 (Fy = 33 ksi), G90 GALVANIZED CLOSURE PLATES/ANGLES ................... ASTM A 653, GRADE 33 (Fy = 33 ksi), G90 GALVANIZED

2. MECHANICAL PROPERTIES:

ROOF DECK TYPE .................................... 1.5 WR, 20 GAGE MINIMUM

DESIGN THICKNESS ................................ 0.0358 in MINIMUM MOMENT OF INERTIA, I .......... 0.173 in^4/ft FASTENER PATTERN .............................. 36/5, 5/8" PUDDLE WELD OR EQUAL (AT SUPPORT & PERIMETER)

NO. OF SIDELAP FASTENERS ................ 5, #10 TEK SCREWS OR EQUAL

3. PROVIDE METAL DECKING AND CLOSURE PLATES/ANGLES IN COMPLIANCE WITH SDI "DESIGN MANUAL FOR COMPOSIT DECKS, FORM DECKS, ROOF DECKS, AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL

DISTRIBUTION", LATEST EDITION AN DSDI "DIAPHRAGM DESIGN MANUAL" LATEST EDITON.

4. METAL DECK FASTENER PATTERN ALONG SUPPORTS AND SIDELAPS SHALL BE AS INDICATED ABOVE, SEE

"STEEL DECK FASTENER LAYOUT" FOR FASTENER PATTERN LAYOUT.

5. BEAR DECKING 2 in MINIMUM AT SUPPORTS, LAP DECKING AT ENDS AT LEAST 2 in AND CENETER LAPS OVER

SUPPORTS.

6. WELD METAL DECKING IN COMPLIANCE WITH ANSI/AWS D1.3 USING A MINIMUM OF E60XX ELECTRODES.

WELDERS SHALL BE CERTIFIED AS REQUIRED AWS.

7. SUBMIT COMPLETE METAL DECKING SHOP DRAWINGS TO THE CONTRACTING OFFICER FOR REVIEW. SHOP

DRAWINGS SHALL INDICATE ICC REPORT NUMBER, IF APPLICABLE.

8. ALL DECKING SHALL BE CONTINUOUS OVER AT LEAST 2 SPANS UNLESS NOTED OTHERWISE.

9. WHERE NO SPECIFIC SUPPORT IS INDICATED, PROVIDE CONTINUOUS L3x3x1/4 OR EQUIVALENT BENT PLATE AS

REQUIRED TO SUPPORT DECK EDGES.

10. ROOF DECK: DO NOT SUSPEND PIPING, DUCT WORK, UTILITIES, SUSPENDED CEILINGS, LIGHT FIXTURES OR

OTHER LOADS FROM ROOF DECKING.

METAL DECK NOTES

1. DESIGN, FABRICATION AND ERECTION OF JOISTS, JOIST EXTENSIONS, JOIST SUBSTITUTES, AND JOIST GIRDERS

SHALL CONFORM TO THE CURRENT SJI STANDARD SPECIFICATIONS.

2. JOISTS, JOIST EXTENSIONS, JOIST SUBSTRATES, AND JOIST GIRDERS SHALL BE AS SHOWN ON THE PLANS FOR

THE INDICATED SLOPES AND DESIGNED FOR THE FOLLOWING CRITERIA:

A. ROOF DEAD LOAD OF 20 PSF OR ACTUAL WEIGHT OF ROOF SYSTEM WITH MECHANICAL, ELECTRICAL

AND ARCHITECTURAL ITEMS, WHICHEVER IS LARGER.

B. ROOF LIVE LOAD AS INDICATED IN THE GENERAL DESIGN CRITERIA WITH A LIVE LOAD DEFLECTION

LESS THAN L/360.

C. GROSS WIND COMPONENT AND CLADDING UPLIFTS ARE SHOWN IN “WIND COMPONENTS AND CLADDING

TABLE" ON S-601. FOR ASD DESIGN METHOD, NET WIND UPLIFT IS DETERMINED USING 60% OF THE

ACTUAL DEAD LOAD, UPLIFTS NO SPECIFIED SHALL BE 10 PSF MINIMUM.

D. ANY CONCENTRATED LOADS OVER 50 lbs INCLUDING, BUT NOT LIMITED TO MECHANICAL EQUIPMENT, REFER TO STRUCUTRAL, MECHANICAL AND ELECTRICAL PLANS FOR EQUIPMENT LOCATION AND

APPROXIMATE EQUIPMENT WEIGHT.

3. THE CONTRACTOR SHALL COORDINATE LOCATIONS AND WEIGHTS OF MECHANICAL AND ELECTRICAL

EQUIPMENT WITH TEH JOIST MANUFACTURER BEFORE JOISTS ARE FASBRICATED.

4. ROOF JOISTS, JOIST EXTENSIONS, JOIST SUBSTRATES, AND JOIST GIRDERS AT COLUMN LINES SHALL BE

DESIGNED FOR AN AXIAL LOAD OF 4 KIPS.

5. JOIST BRIDGING SHALL BE PROVIDED BY THE JOIST MANUFACTURER AS REQUIRED PER SJI STANDARDS.

6. SEE STRUCTURAL DRAWINGS FOR ADDITIONAL DESIGN REQUIREMENTS.

7. JOIST SEATS SHALL HAVE THE CAPACITY TO RESIST A LATERAL LOAD APPLIED TO THE TOP CHORD, PERPENDICULAR TO THE SPAN (ROLLOVER). PROVIDE A MINIMUM ROLLOVER FORCE OF 2,000 POUNDS FOR SEATS UP TO 3 1/2 in DEEP AND 1,200 lbs FOR SEAT OVER 3 1/2 in DEEP. SLOPED JOISTS SHALL HAVE A MINIMUM JOIST SEAT DEPTH AS PER SJI STANDARD SPECIFICATIONS, UNLESS OTHERWISE NOTED. DEPTHS SHALL BE

ADJUSTED AS REQUIRED TO PROVIDE UNIFORM EAVE HEIGHT OF FINISH ROOF ELEVATION.

8. JOISTS SHALL HAVE WELDED CONNECTIONS UNLESS OTHERWISE NOTED. BEARING SEATS FOR JOISTS AT COLUMN LINES WHERE COLUMNS ARE NOT FRAMED IN AT LEAST 2 DIRECTIONS WITH STRUCTURAL STEEL

MEMBERS SHALL BE FABRICATED TO ALLOW FOR FIELD BOLTING.

9. BETWEEN PANEL POINTS OF STEEL JOISTS, THE BOTTOM CHORD SHALL NOT SUPPORT OVER 50 lbs VERTICAL LOAD WITHOUT ADEQUATE REINFORCING OF BOTTOM CHORD. NO VERTICAL LOAD SHALL BE IMPOSED ON THE

BRIDGING.

STEEL JOISTS & JOIST GIRDERS NOTES

1. UNLESS OTHERWISE NOTE, ALL LIGHT GAGE METAL STRUCTURAL FRAMING MEMBERS SHALL BE MANUFACTURER FROM ZINC COATED

SHEET CONFORMING TO CURRENT ASTM A653 WITH MINIMUM YIELD OF STRENGTH OF 33KSI.

MIN. 18 GA. Fy = 33KSI MIN. 16 GA. Fy = 50KSI

2. ALL LIGHT GAGE METAL STUD WALLS SHALL BE FULL HEIGHT WITHOUT AN INTERMEDIATE PLATE LINE OF SPLICES UNLESS OTHERWISE

DETAILED.

3. BOTTOM RUNNER SHALL BE FASTENED TO CONCRETE SLAB AT MAXIMUM SPACING OF 16" O.C. HILTI X-ZF OR TO STEEL USING HILTI X-U 15

POWER ACTUATED FASTENER WITH TOP HAT CLAMPING WASHERS, OR APPROVED EQUAL.

4. COORDINATE WITH ARCH. DRAWINGS AND SPECIFICATIONS FOR LIGHT GAGE FRAMING MEMBERS, FASTENERS, COATING, VAPOR

PROOFING, ADHESIVES, AND BRICK TIE REQUIREMENTS.

5. PROVIDE EITHER LIGHT GAGE CHANNEL HORIZONTAL BRIDGING THROUGH THE STUD PUNCH OUTS OR PROVIDE 2" WIDE STEEL STRAPS RUNNING HORIZONTALLY ON BOTH SIDES OF THE STUDS EITHER BRIDGING SYSTEM MUST BE ATTACHED TO EACH STUD AND MAY NOT

EXCEED 4'-0" VERTICAL SPACING.

LIGHT GAGE METAL NOTES

SHEET

SEQUENCE

NUMBER

1 2 3 4 5

D ra wn b y:

D es ig ne d by

Su bm itt ed b y:

Fi le

N am e:

D at e:

C on tra ct

N o.

So lic ita tio n N o.

U .S

. A R

M Y

EN

G

IN

EE

R D

IS

TR

R

PS

O

F

EN

G

IN

EE

R

S

FO

R T

W O

R

TH

, T

EX

AS

R ev ie we d by

US Army Corps of Engineers ®

D

C

B

A

Pl ot

S ca le

Pl ot

D at e:

R ev

Sy m bo l

D es cr ip tio n

Tr ac ki ng

N o.

Ac tio n D at e

EN

G

IN

EE

R

IN

G

C O

N

ST

R U

C

TI

O N

D

IV

IS

IO

N

EN

G

IN

EE

R

IN

G

B R

AN

C

H

2"

'-0

2/

/2

:0 1:

AM

R E D

RI

VE

R A R

M Y

DE

PO

T, H

O O

KS

, T

EX

A S

FY

D L A

G

EN

ER

A L

P

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PO

SE

W

AR

EH

O

U S E

FE

BR

U

AR

Y

W

G

-1 9-

B-

Fort Worth District

J.

R

O

BB

IN

S

J.

R

O

BB

IN

S

M

AT

TH

EW

P . V

AV

R

A, P

.E

C H

IE

F, S

TR

U C

TU

R

AL

S

EC

TI

O N

S-003

G

EN

ER

AL

S

TR

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TU

R A L

NO

TE

S

AN

D

DE

TA

IL

II

I

E.

S

AL

AH

AT

, P

.E

STRUCTURAL STEEL NOTES

1. ALL DETAILING, FABRICATION AND ERECTION OF STRUCTURAL STEEL WORK SHALL CONFORM TO AISC

325 STEEL CONSTRUCTION MANUAL, AISC 360 SPECIFICATIONS AND AISC 303 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS. REFER TO SHEET S-001 FOR DESIGN CODE SUMMARY TABLE FOR

APPLICABLE CODE YEAR EDITIONS.

2. STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, UNLESS NOTED

OTHERWISE. STRUCTURAL STEEL PLATES, ANGLES, CHANNELS AND MISCELLANEOUS MATERIAL

SHALL CONFORM TO ASTM A36. HOLLOW STRUCTURAL SECTIONS SHALL CONFORM TO ASTM A500, GRADE B. STEEL PIPE SECTIONS SHALL CONFORM TO ASTM A53, GRADE B.

3. ANCHOR RODS SHALL BE ASTM F1554, GRADE 55 WITH WELDABILITY SUPPLEMENT S1 AND CARBON

EQUIVALENT FORMULA PER ASTM F1554 SECTION S1.5.2.1 WITH DIAMETER AND LENGTH OF

EMBEDMENT AS INDICATED ON STRUCTURAL DRAWINGS.

4. HIGH STRENGTH BOLTING SHALL BE DONE IN ACCORDANCE WITH AISC "SPECIFICATION FOR

STRUCTURAL JOINTS USING ASTM A325 OR ASTM A490 BOLTS."

5. BOLTS, NUTS AND WASHERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A325. BOLTS SHALL

BE 0.75 INCH DIA. MINIMUM UNLESS OTHERWISE INDICATED.

6. WELDING SHALL BE DONE BY CERTIFIED WELDERS AND SHALL CONFORM TO AWS D1.1 STRUCTURAL

WELDING CODE - STEEL", LATEST EDITION. ALL WELDING ELECTRODES SHALL BE E70XX.

7. THE FABRICATOR/ERECTOR SHALL SUBMIT TO THE CONTRACTING OFFICER FOR REVIEW,

ENGINEERED AND CHECKED SHOP DRAWINGS SHOWING FABRICATION DETAILS, FIELD ASSEMBLY

DETAILS AND ERECTION DIAGRAMS FOR ALL STRUCTURAL STEEL.

8. UNLESS NOTED OTHERWISE, ALL CONNECTIONS SHALL BE DESIGNED AND DETAILED BY THE

FABRICATOR, USING RATIONAL ENGINEERING DESIGN AND STANDARD PRACTICE IN ACCORDANCE WITH THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE TYPICAL DETAILS SHOWN ON THE

DRAWINGS ARE CONCEPTUAL ONLY AND, UNLESS SPECIFICALLY NOTED, DO NOT INDICATE THE

REQUIRED NUMBER OF BOLTS OR WELD SIZES.

9. THE FABRICATOR SHALL SUBMIT CALCULATIONS FOR EACH CONNECTION TYPE AND MEMBER SIZE WITH DETAILS AND COORDINATED SHOP DRAWINGS. CALCULATIONS SHALL BE STAMPED AND SIGNED

BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF TEXAS.

10. STEEL BEAM AND GIRDER CONNECTIONS SHALL BE DESIGNED USING THE LOAD AND RESISTANCE FACTOR DESIGN METHOD FOR FORCES INDICATED ON THE DRAWINGS. MINIMUM CONNECTION SHEAR FORCE IS 10 KIPS. REFERENCE AISC STEEL CONSTRUCTION MANUAL, FOURTEENTH EDITION TABLE 3 -

6 FOR UNIFORM LOAD (LRFD).

11. UNLESS NOTED OTHERWISE, CONNECTIONS SHALL BE EITHER AISC DOUBLE ANGLE OR SINGLE PLATE SIMPLE SHEAR CONNECTIONS PROVIDING ROTATIONAL DUCTILITY AS DEFINED BY AISC. ALL BOLTED COMPONENTS SHALL UTILIZE MINIMUM 2 BOLTS IN BEARING. CONNECTIONS SHALL EXTEND TO AT

LEAST ONE HALF OF THE BEAM DEPTH. WELDED CONNECTION MAY BE USED WITH THE SAME

MINIMUM EQUIVALENT CONNECTION CAPACITY AND DUCTILITY.

12. FIELD CONNECTIONS, EXCEPT WHERE SHOWN TO BE WELDED, SHALL BE BOLTED.

13. BEAMS AND GIRDERS SHALL BE FABRICATED WITH THE NATURAL CAMBER UP. PROVIDE CAMBERS AS

INDICATED ON THE DRAWINGS.

14. ALL STEEL SURFACES WHICH WILL BE PERMANENTLY EXPOSED TO ELEMENTS SHALL BE HOT-DIPPED

GALVANIZED. DAMAGED AREAS AND/OR FIELD-WELDED AREAS SHALL BE TOUCHED UP WITH ZINC

RICH (65% TO 69% METALLIC ZINC BY WEIGHT) PAINT PER ASTM A-780.

15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF ALL ERECTION PROCEDURES AND

SEQUENCES WITH RELATION TO TEMPERATURE DIFFERENTIALS, ESPECIALLY WITH RESPECT TO

STRUCTURAL STEEL FRAMING INTO CONCRETE WALLS, BEAMS OR COLUMNS.

16. THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER

TRADES WITHOUT THE PRIOR WRITTEN APPROVAL OF THE CONTRACTING OFFICER.

17. ERECT AND MAINTAIN TEMPORARY BRACING TO ENSURE THE ALIGNMENT AND STABILITY OF THE STRUCTURE DURING ERECTION UNTIL PERMANENT CONNECTIONS HAVE BEEN COMPLETED. LATERAL SYSTEM ELEMENTS FOR THIS PROJECT CONSIST OF (BUT ARE NOT NECESSARILY LIMITED TO) THE

FOLLOWING: STEEL BRACING, FLOOR & ROOF DIAPHRAGMS.

18. PROVIDE 0.25 INCH END PLATES SEAL WELDED TO ENDS OF ALL HSS MEMBERS U.N.O.

19. SHOP AND FIELD TESTING AND INSPECTION OF STRUCTURAL STEEL FABRICATION AND ERECTION

SHALL BE PERFORMED BY THE CONTRACTOR'S TESTING LABORATORY APPROVED BY THE

GOVERNMENT, AS OUTLINED IN THE SPECIFICATIONS.

ALL REINFORCING

CONTINUOUS ACROSS

THE CONSTRUCTION JOINT

CAPILLARY BARRIER

T/12

TT/

1/8" WIDE x 3/4" DEEP JOINT, SAW-CUT OR TOOLED w/ 1/8"

JOINT RADIUS (WHEN FORMED)

SHEAR KEY

FLAT MAT

SLEEVE LENGTH

THICKNESS =

S

LE

EV

E

D

IA

" M

AX

VERT. BARS

HORIZ. BARSDIAGONALS

RELOCATE VERTICAL BARS AS SHOWN

WHEN SPACING IS LESS THAN SLEEVE DIA.

WHERE BARS ARE CUT, REPLACE WITH EQUAL

BARS AT SIDE OF SLEEVE

1-#4x4'-0" E.F. (4 THUS) FOR SLEEVE Ø > 4" 1-#5x5'-0" E.F. (4 THUS) FOR SLEEVE Ø > 10"

CUT VERT & HORIZ BARS AT SLEEVE

WHEN SPACING OF HORIZ. BARS IS LESS

THAN SLEEVE DIA.

ALL CORNER BARS

TO MATCH SIZE

AND SPACING OF

MAIN BARS

WALL HORIZONTAL

BARS

WALL VERTICAL BARS

LA

P

SP

LI

C E

LAP SPLICE

STD 90° HOOK

STD 90° HOOK

LA

P

SP

LI

C E

NOTES:

1. REINFORCING SHOWN APPLIES TO TOP, BOTTOM, AND INTERMEDIATE

BARS.

2. HOOKED BARS SHOWN MAY BE REPLACED AT THE CONTRACTOR'S

OPTION WITH BENT BARS THAT HAVE A LAP WITH STRAIGHT BARS IN

THE BEAM OR WALL PER TABLE "CONCRETE REINFORCING BAR

DEVELOPMENT AND SPLICE LENGHT."

(4) #4

#4 EACH SIDE

(4) #4

NOTE:

REQ'D @ UTILITIES 2'-0" OR LESS

BELOW BOTTOM OF FOOTING ONLY

MIN. 2" RIGID

INSULATION

ALL AROUNDCONCRETE

ENCASEMENT

(BY OTHERS)

2'-0" MIN AS REQ'D 2'-0" MIN

FLAT MAT SLAB, DETAILING

T/ CONC

SEE PLAN

#4 BAR DOWELS @

12" O.C. (TYP., 4

SIDES). PRE-SET

DOWELS OR DRILL

AND GROUT

ROUGHENED SURFACE, COAT

w/ APPLIED BONDING AGENT

OR CEMENT GROUT PRIOR TO

CONCRETE PAD PLACEMENT

#4 @12" EW

CONC. MAT SLAB

STD 90 DEG

HOOK, TYP

FACE OF EQUIPMENT

EXTEND PAD 6" BEYOND

M

EP

, 4 " M

IN

AS

R

EQ

B Y

3/4" CHAMFER

SEE

CIVIL

EQUIPMENT

(3) - #4 BARS 8"

4"

#4 BARS @ 12"

O.C.E.W. @

CENTER OF SLAB

SECTION "B-B"

U.N.O.

EQUPMENT DIM. + 1'-0" MIN.

PLAN

U.

N.

O

EQ

UI

PM

EN

T

DI

M

'-0

" M

IN

B

6" MIN.

1/2" EXP.

JOINT

6"

3/4" CHAMFER

1'

0"

B

B

B

SEE

CIVIL

#3 x 4'-0" @ 12"

O.C. GREASE

ONE END

SEE PLAN

1/4" DROP MAX.

1/2" P.E.J.

6" SLAB w/ #4's @ 12"

OCEW @ CENTER

BEND INTO SIDEWALL

COMPACTED NON-

EXPANSIVE FILL

8" SIDEWALL

#4 CONT.

10"

#4

SLOPE 1%

1' -0

" M

IN

3' -6

" 8" Ø (NOMINAL) SCH. 40

STEEL PIPE (ASTM A53 GR. B)

MINIMUM, FILLED WITH CONCRETE.

BASE PLATE SIZE,

THICKNESS (3/4" MIN),

WELD, POST-INSTALLED

STEEL ANCHORS BY

BOLLARD MANUF.

NOTE: COORDINATE PAINT AND

STRIPING WITH USER ,

CONTRACTOR SHALL LOCATE

MAIN REINF., PRIOR TO

DRILLING TO AVOID MAIN

REINFORCING, CUTTING OF

MAIN REINFORCING IS NOT

ALLOWED. REFER TO ARCH

DWG FOR BOLLARD

LOCATIONS.

M

IN

1/

4"

(2) - #4 BARS x 5'-0" @

45° ORIENTATION @

TOP AND BOTT. FOR

FLAT MAT SLABS, TOP

ONLY FOR ELEVATED

SLABS.

12" MAX.

" M

IN

CONCRETE INFILL

FLAT MAT SLAB,

SEE PLAN FOR

REINFORCEMENT

6" CAPILLARY BARRIER

NON-EXPANSIVE COMPACTED FILL

12" MAX.

A

A

SECTION "A-A"

SHEET

SEQUENCE

NUMBER

1 2 3 4 5

D ra wn b y:

D es ig ne d by

Su bm itt ed b y:

Fi le

N am e:

D at e:

C on tra ct

N o.

So lic ita tio n N o.

U .S

. A R

M Y

EN

G

IN

EE

R D

IS

TR

R

PS

O

F

EN

G

IN

EE

R

S

FO

R T

W O

R

TH

, T

EX

AS

R ev ie we d by

US Army Corps of Engineers ®

D

C

B

A

Pl ot

S ca le

Pl ot

D at e:

R ev

Sy m bo l

D es cr ip tio n

Tr ac ki ng

N o.

Ac tio n D at e

EN

G

IN

EE

R

IN

G

C O

N

ST

R U

C

TI

O N

D

IV

IS

IO

N

EN

G

IN

EE

R

IN

G

B R

AN

C

H As in di ca te d

2/

/2

:0 1:

AM

R E D

RI

VE

R A R

M Y

DE

PO

T, H

O O

KS

, T

EX

A S

FY

D L A

G

EN

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A L

P

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PO

SE

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EH

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U S E

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W

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-1 9-

B-

Fort Worth District

J.

R

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BB

IN

S

J.

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IN

S

M

AT

TH

EW

P . V

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C H

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F, S

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TU

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S

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S-004

G

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S

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DE

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S

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NTS

TYP. FLAT MAT CJ1 NTS

TYP. FLAT MAT REINFORCING AT

PENETRATIONS2 NTS

TYP. CONCRETE CORNER &

INTERSECTION REINFORCING3

NTS

TYP. UTILITY UNDER FLAT MAT4 NTS

TYP. MECHANICAL PAD6

NTS

TYP. EXTERIOR EQUIPMENT PAD7 NTS

TYP. STOOP8 NTS

DETAIL - TYPICAL INTERIOR BOLLARD9

NTS

TYPICAL SLAB PENETRATION DETAIL5

ADD. HORIZ.

BARS @ BOTT.

OF OPENINGS

3"

DEVELOPMENT

SEE NOTES FOR

FOR WALL PIERS 40" WIDE

OR LESS, PROVIDE TIES @

MORTER JOINTS &

REINFORCE/GROUT ALL

VERT. CELLS.

(1) VERT. BAR (MIN.)

EACH SIDE OF MCJ,

SEE NOTES.TYPICAL

CONTROL JOINT

TYPICAL OPENING

TYPICAL

WALL PIER

LINTEL BARS,

SEE SCHED.

ON SHEET

S-601.

2 VERT. JAMB BARS (MIN.) @

EXTERIOR WALLS, 1 VERT.

JAMB BAR (MIN.) @ INTERIOR

PARTITION WALLS

LINTEL BARS, SEE

SCHED. ON SHEET

S-601

CONT. REINF. THRU MCJ. @ FLOOR/ROOF

DIAPHRAGMS & T.O. WALL., SEE NOTES

INTERIOR BOND

BEAMS, SEE

GENERAL NOTES

VERT. BARS

ABOVE/BELOW

OPENINGS, SEE NOTES

2 VERT. BARS (MIN.) @

CORNER, SEE GENERAL

NOTES & DETAIL 3 THIS

SHEET

EXTERIOR WALL

INTERSECTION

VERT. BAR, SEE

PLANS AND NOTES

MCJ, SEE DETAIL 2 , THIS

SHEET

BOND BEAM @ T.O. WALL & FLOOR/ROOF DIAPHRAGMS, SEE GENERAL NOTES

2 VERT. JAMB BARS (MIN.)

@ EXTERIOR WALLS,

1 VERT. JAMB BAR (MIN.) @

INTERIOR PARTITION WALLS

BOTTOM BOND

BEAM @ EXTERIOR

WALLS ONLY, SEE

NOTES

STOP INTERIOR.

BOND BEAM REINF.

@ MCJ., SEE

GENERAL NOTES

FOUNDATION DOWELS

@ EACH VERT. BAR.,

SEE NOTES

NOTES:

1. SEE "REINFORCED HOLLOW CMU NOTES" ON SHEET S-002.

2. VERTICAL REINFORCING SHALL BE SPACED @ 48" O.C. MAX.

3. INTERMEDIATE BOND BEAMS SHALL BE SPACED VERTICALL @ 48" O.C. MAX.

CONT. REINF. THRU MCJ.,

SEE NOTES

TYPICAL

CORNER

TYPICAL

END

2 VERT. BARS (MIN.)

@ END OF WALL, (2) ADD. #5

BARS @

BOTT. OF

OPENINGS.

NOTES:

1. PROVIDE BACKER ROD AND SEALANT (FIRE RESISTANT @ RATED

PARTIITIONS).

2. COMPRESSIBLE FILLER OR GASKET, FULL HEIGHT (FIRE RESISTANT @

RATED PARTITIONS.

3. HORIZONTAL REINFORCEMENT IS NOT SHOWN FOR CLARITY.

(1) VERT. BAR EACH

SIDE OF MCJ,

GROUT SOLID

CMU SASH

BLOCK UNITS

SEE NOTE 2

SEE NOTE 1

NOTE: THIS DETAIL IS FOR USE AT EXTERIOR MASONRY WALLS ONLY.

HORIZ. BOND

BEAM REINF.

STD. 90

DEGREE

HOOK

VERTICAL BARS,

SEE CMU NOTES

BENT BARS, SAME SIZE

AS BOND BEAM.

" B

AR

D

IA

. L

AP

NOTES:

1. PROVIDE BACKER ROD AND SEALANT (FIRE RESISTANT @ RATED

PARTITIONS).

2. COMPRESSIBLE FILLER, FULL HEIGHT (FIRE RESISTANT @ RATED

PARTITIONS.

3. HORIZONTAL REINFORCEMENT IS NOT SHOWN FOR CLARITY.

VERT. BARS, SEE

CMU NOTES

EXTERIOR CMU

WALL

SEE NOTE 2SEE NOTE 1

INTERIOR CMU

WALL

2'-0" MIN.

CMU WALL BOND BEAM SAME AS WALL VERTICAL

REINFORCING

BOND BEAM BARS, TYP.

VERT. BARS. SEE WALL

SECTION, TYP.

SHEET

SEQUENCE

NUMBER

1 2 3 4 5

D ra wn b y:

D es ig ne d by

Su bm itt ed b y:

Fi le

N am e:

D at e:

C on tra ct

N o.

So lic ita tio n N o.

U .S

. A R

M Y

EN

G

IN

EE

R D

IS

TR

R

PS

O

F

EN

G

IN

EE

R

S

FO

R T

W O

R

TH

, T

EX

AS

R ev ie we d by

US Army Corps of Engineers ®

D

C

B

A

Pl ot

S ca le

Pl ot

D at e:

R ev

Sy m bo l

D es cr ip tio n

Tr ac ki ng

N o.

Ac tio n D at e

EN

G

IN

EE

R

IN

G

C O

N

ST

R U

C

TI

O N

D

IV

IS

IO

N

EN

G

IN

EE

R

IN

G

B R

AN

C

H As in di ca te d

2/

/2

:0 1:

AM

R E D

RI

VE

R A R

M Y

DE

PO

T, H

O O

KS

, T

EX

A S

FY

D L A

G

EN

ER

A L

P

UR

PO

SE

W

AR

EH

O

U S E

FE

BR

U

AR

Y

W

G

-1 9-

B-

Fort Worth District

J.

R

O

BB

IN

S

J.

R

O

BB

IN

S

M

AT

TH

EW

P . V

AV

R

A, P

.E

C H

IE

F, S

TR

U C

TU

R

AL

S

EC

TI

O N

S-005

G

EN

ER

AL

S

TR

U C

TU

R A L

NO

TE

S

AN

D

DE

TA

IL

S V

E.

S

AL

AH

AT

, P

.E

NTS

TYP. MIN. WALL REINF. ELEVATION1

NTS

TYP. CMU CONTROL JOINT2 NTS

TYP. EXTERIOR CMU WALL CORNER4NTS

TYP. CMU ISOLATION JOINT3 NTS

TYP. CMU WALL CORNER5

LOAD AT TOP CHORD LOAD AT BOTTOM CHORD

(2) - L2x2x3/16 EACH SIDE, MIN., SIZE AS REQ'D

C.L. PANEL POINT

C.L. CONCENTRATED

LOAD (SEE PLANS)

C.L. PANEL POINT

(2) - L2x2x3/16 EACH

SIDE, MIN., SIZE AS

REQ'D

C.L. PANEL POINT

C.L.

CONCENTRATED

LOAD (SEE PLANS)

C.L. PANEL

POINT

3/16

3/16

TYP.3/16

3/16

TYP.

NOTES:

1. STEEL JOIST MANUFACTURER SHALL VERIFY THE SUITABILITY OF THIS DETAIL BASED ON ACTUAL CONDITION.

2. CONCENTRATED LOADS COMBINED WITH DESIGN LOADS SHALL NOT EXCEED THE UNIFORM LOAD CAPACITY

OF THE JOIST.

SUPPORT NOT REQ'D

4" OR LESS

SUPPORT NOT REQ'D

4" OR LESS

STEEL

BEAM/JOIST

GIRDER

HORIZ. BRIDGING,

WELD TO PLATE

NOTES:

1. ALL HORIZONTAL BRIDGING SHALL HAVE A MINIMUM OF 3" LAP SPLICES.

2. DO NOT HANG ANY MECHANICAL, ELECTRICAL, ETC. FROM BRIDGING.

3. DO NOT WELD BRIDGING TO JOIST WEB MEMBERS.

1/8

MIN.

TYP. AS REQ'D

PER SJI, JOIST

MANUFACTURER

1/8

MIN.

TYP. AS REQ'D

PER SJI, JOIST

MANUFACTURER

1/8

1/8

TYP.

ADDITIONAL SUPPORT

REQ'D IF FRAME

DOES NOT FALL ON

JOIST PANEL POINT

NOTES:

1. THIS DETAIL DISPLAYS ONE SIDE OF THE FRAME. DUPLICATE DETAILS FOR OTHER SIDE.

2. THIS DETAIL IS FOR ANY OPENINGS LARGER THAN 10" IN ANY DIRECTION OR EQUIPMENT

WEIGHING IN EXCESS OF 50 lbs. COORDINATE FRAME LOCATION w/ STRUCTURAL FRAMING PLANS AND MECHANICAL DRAWINGS. COORDINATE LOADS w/ JOIST MANUFACTURER.

L4x3x1/4 x 0'-5"

(LLV)

STEEL JOIST

L4x3x1/4 LLH U.N.O.

3/16 2

TYP.

3/16

3/16

TYP.

3/16

TYP.

3/16 TYP. BOTT.

FACE OF LEG

FLOOR OR ROOF

MASONRY WALL

BRACING CLIP PER SJI,

JOIST MANUFACTURER

BRIDGING PER SJI,

JOIST MANUFACTURER

BOLTS PER SJI, JOIST

MANUFACTURER

3/8" DIA. A307

BOLT, TYP.

NOTES:

1. EXPANSION ANCHORS SHALL BE EMBEDED IN GROUTED CELLS.

2. ALL HORZINTAL BRIDGING SHALL HAVE A MINIMUM OF 3" LAP AT SPLICES.

3. DO NOT HANG ANY LOADS (MECH., ELEC., ETC.) FROM BRIDGING.

4. DO NOT WELD BRACING CLIPS TO JOIST WEB MEMBERS.

5. HORIZONTAL BRIDGING UNITS SHALL BE USED IN THE SPACE ADJACENT TO THE

WALL TO ALLOW FOR DEFLECTION OF THE JOIST NEAREST THE WALL.

1/8

MIN.

TYP. AS

REQ'D PER

SJI, JOIST

MANUFACTURER

L3x3x1/4 x 0'-4" BRIDGING ANCHORS w/

1/2 DIA. EXP. ANCHOR

EMBEDED 4" MIN.

(TYP.)

MC8x8.5

(4 SIDES)

STEEL

JOIST REFER TO ROOF

OPENING FRAMING

DETAIL 3/S-006.

STEEL ROOF

DECK

NOTE: SEE "ROOF OPENING FRAME DETAIL" FOR MORE INFORMATION.

LENGTH, PER SJI

MIN. BEARINGTYP. AS

REQ'D PER

SJI (MIN.),

JOIST

MANUFACTURER

JOIST BEARING

PLATE (TYP.), SEE

DETAIL 8/S-501

A

36/7 PATTERN

36/5 PATTERN

36/4 PATTERN

36/3 PATTERN

36" COVERAGE

1.5 (B, F, A, VL)

SHEET

SEQUENCE

NUMBER

1 2 3 4 5

D ra wn b y:

D es ig ne d by

Su bm itt ed b y:

Fi le

N am e:

D at e:

C on tra ct

N o.

So lic ita tio n N o.

U .S

. A R

M Y

EN

G

IN

EE

R D

IS

TR

R

PS

O

F

EN

G

IN

EE

R

S

FO

R T

W O

R

TH

, T

EX

AS

R ev ie we d by

US Army Corps of Engineers ®

D

C

B

A

Pl ot

S ca le

Pl ot

D at e:

R ev

Sy m bo l

D es cr ip tio n

Tr ac ki ng

N o.

Ac tio n D at e

EN

G

IN

EE

R

IN

G

C O

N

ST

R U

C

TI

O N

D

IV

IS

IO

N

EN

G

IN

EE

R

IN

G

B R

AN

C

H As in di ca te d

2/

/2

:0 2:

AM

R E D

RI

VE

R A R

M Y

DE

PO

T, H

O O

KS

, T

EX

A S

FY

D L A

G

EN

ER

A L

P

UR

PO

SE

W

AR

EH

O

U S E

FE

BR

U

AR

Y

W

G

-1 9-

B-

Fort Worth District

J.

R

O

BB

IN

S

J.

R

O

BB

IN

S

M

AT

TH

EW

P . V

AV

R

A, P

.E

C H

IE

F, S

TR

U C

TU

R

AL

S

EC

TI

O N

S-006

G

EN

ER

AL

S

TR

U C

UT

R A L

NO

TE

S

AN

D

DE

TA

IL

S

VI

E.

S

AL

AH

AT

, P

.E

NTS

STEEL JOIST: CONCENTRATED LOADS OF

50 lbs OR MORE1 NTS

TYPICAL JOIST HORIZONTAL BRIDGING2 NTS

ROOF OPENING FRAME DETAIL3

NTS

TYPICAL JOIST CROSS BRIDGING5NTS

ROOF VENT FRAMING DETAIL4 NTS

JOIST CONNECTION TO BEARING6

NTS

STEEL DECK FASTENER LAYOUT7

GYPSUM WALLBOARD CEILING

ACOUSTICAL TILE CEILING

PLASTER CEILING

4'-0"

5'-0"

6'-0"

7'-0"

8'-0"

4'-0"

3'-6"

3'-0"

3'-0"

2'-6"

20 GA. 7/8"

20 GA. 1 5/8"

20 GA. 2 1/2"

20 GA. 2 1/2"

20 GA. 3 5/8"

3'-0" 4'-0" 5'-0" 6'-0" 7'-0"

8 GAGE

8'-0"

8 GAGE

6 GAGE

6 GAGE

6 GAGE

B.F.

1 1/2" C.R. 48" 1 1/2" C.R. 36" 1 1/2" H.R. 36" 1 1/2" H.R. 36"

2" H.R. 36" 2 1/2" H.R. 36"

MAX.

JOIST

SPACING

JOIST

SPACING

C.R. - COLD ROLLED

H.R. - HOT ROLLED

B.F. - BOLTED FLAT (3/8" DIA. BOLTS & 1"x3/16" BAR)

HANGER

SIZE

FURRING

SIZE SPACING

FURRING

SIZE (MIN.)

HANGER

SPACING

DECK

COLD-FORMED

LIGHT-GAGE

TRUSSES,

JOISTS OR

BEAMS

DESIGN NOTE:

SUSPENDED CEILING IS

SHOWN. WHERE

SUSPENDED CEILING IS

NOT REQUIRED, AT

EACH FURRING

(CHANNELS OR STUDS

AS REQUIRED BY SPAN)

DIRECTLY TO BOTTOM

OF JOIST OR BEAMS.

FURRING @ 16" O.C.

GYPSUM BOARD CEILING

DECK

1 1/2" RUNNER CHANNELS

T BAR GRID SYSTEM

DECK

RUNNER

FURRING

SEE SPECS PLASTER CEILING

TRUSS, BEAM OR JOIST SPACING

@ 4'-0" O.C. OR LESS

COLD-FORMED LIGHT GAGE

TRUSSES, BEAMS, OR JOISTS

8 GA. HANGING

WIRES @ 4'-0"

O.C. MAX.E.W.

8 GA. HANGING

WIRES

DECK

T BAR GRID SYSTEM

8 GA. HANGING

WIRES @ 4'-0" O.C.

MAX. E.W.

@ MORE THAN 4'-0" O.C.

COLD-FORMED LIGHT GAGE

TRUSSES, BEAMS, OR JOISTS

AUXILIARY

FURRING @ 4'-0"

O.C. SIZE AS

REQUIRED BY

JOIST SPACING,

WELDED OR

BOLTED TO JOIST

NOTE: COORDINATE WITH ARCH. CEILING BRACING DETAILS.

NOTES:

1. MINIMUM CLEARANCE OF 1" OR LIVE LOAD DEFLECTION, WHICHEVER IS

GREATER. WHEN MASONRY WALL EXTENDS TO DECK OR FLOOR ABOVE,

PROVIDE THE REQUIRED MINIMUM CLEARANCE WITH LATERAL SUPPORT

AT BOTTOM CHORD.

2. THIS LATERAL SUPPORT DETAIL IS FOR WHEN CROSS WALL SUPPORT

SPACING EXCEEDS 8'-0".

PERP. TO JOISTS, BEAMS AND PURLINS

PARALLEL TO JOISTS, BEAMS AND PURLINS

METAL DECK, ROOF

OR FLOOR

L2 1/2x2x3/16 (LLV)x6" @

6'-0" O.C. WELD TO 3/16"

ANGLE

BEAM/PURLINS

BOTTOM FLANGE

OR JOIST BOTTOM

CHORD (TYP)

L2x2x3/16 WELD

TO JOIST

BOTTOM

CHORD OR

BEAM BOTTOM

FLANGE @ 6'-0"

O.C.

METAL DECK,

ROOF OR FLOOR

JOIST BOTTOM

CHORD OR

BEAM BOTTOM

FLANGE

L2 1/2x2x3/16 (LLV)x6" @

6'-0" O.C. WELD TO

JOIST BOTTOM CHORD

OR BEAM BOTTOM

FLANGE

1SE

E

NO

TE

1SE

E

NO

TE

1/8" CLR.

WHERE WALL

PROJECTS ABOVE,

WRAP ANGLE w/ 1

1/2" P.E.J.

MATERIAL

CAULK WHERE

CEILING IS ATTACHED

DIRECTLY TO JOIST

BOTTOM CHORD OR

BEAM BOTTOM

FLANGE

1SE

E

NO

TE

1SE

E

NO

TE

1/8" CLR.

FIRE STOP MATERIAL AT

FIRE RATED WALLS

FIRE STOP MATERIAL AT

FIRE RATED WALLSREF. ARCH

FOR WALL

EXTENSION

REF. ARCH

FOR WALL

EXTENSION

NOTES:

1. MINIMUM CLEARANCE OF 1" OR LIVE LOAD DEFLECTION, WHICHEVER IS

GREATER. CONTRACTOR SHALL COORDINAE WITH JOIST SUPPLIER.

WHEN STUDS EXTEND TO DECK OR FLOOR ABOVE, PROVIDE THE

REQUIRED MINIMUM CLEARANCE WITH LATERAL SUPPORT AT BOTTOM

CHORD.

2. THIS LATERAL SUPPORT DETAIL IS FOR WHEN CROSS WALL SUPPORT

SPACING EXCEEDS 8'-0".

PERP. TO JOISTS, BEAMS AND PURLINS

PARALLEL TO JOISTS, BEAMS AND PURLINS

METAL DECK,

ROOF OR FLOOR

FIRE STOPPING

MATERIAL AS

REQUIRED

CONT. TRACK

L2 1/2x2x3/16 (LLV)x6" @

6'-0" O.C. WELD TO 3/16"

ANGLE

BEAM/PURLIN

BOTTOM

FLANGE OR

JOIST/BOTTOM

CHORD (TYP)

L2x2x3/16 WELD TO

JOIST BOTTOM

CHORD OR BEAM

BOTTOM FLANGE @

6'-0" O.C.

CONT. TRACK

FIRE STOPPING

MATERIAL AS

REQUIRED

METAL DECK,

ROOF OR FLOOR

JOIST BOTTOM

CHORD OR BEAM

BOTTOM FLANGE

1SE

E

NO

TE

1SE

E

NO

TE

1SE

E

NO

TE

1SE

E

NO

TE

L2 1/2x2x3/16 (LLV)x6" @

6'-0" O.C. WELD TO JOIST

BOTTOM CHORD OR

BEAM BOTTOM FLANGE

REF. ARCH. FOR

WALL EXTENSION

REF. ARCH.

FOR WALL

EXTENSION

SHEET

SEQUENCE

NUMBER

1 2 3 4 5

D ra wn b y:

D es ig ne d by

Su bm itt ed b y:

Fi le

N am e:

D at e:

C on tra ct

N o.

So lic ita tio n N o.

U .S

. A R

M Y

EN

G

IN

EE

R D

IS

TR

R

PS

O

F

EN

G

IN

EE

R

S

FO

R T

W O

R

TH

, T

EX

AS

R ev ie we d by

US Army Corps of Engineers ®

D

C

B

A

Pl ot

S ca le

Pl ot

D at e:

R ev

Sy m bo l

D es cr ip tio n

Tr ac ki ng

N o.

Ac tio n D at e

EN

G

IN

EE

R

IN

G

C O

N

ST

R U

C

TI

O N

D

IV

IS

IO

N

EN

G

IN

EE

R

IN

G

B R

AN

C

H As in di ca te d

2/

/2

:0 2:

AM

R E D

RI

VE

R A R

M Y

DE

PO

T, H

O O

KS

, T

EX

A S

FY

D L A

G

EN

ER

A L

P

UR

PO

SE

W

AR

EH

O

U S E

FE

BR

U

AR

Y

W

G

-1 9-

B-

Fort Worth District

J.

R

O

BB

IN

S

J.

R

O

BB

IN

S

M

AT

TH

EW

P . V

AV

R

A, P

.E

C H

IE

F, S

TR

U C

TU

R

AL

S

EC

TI

O N

S-007

G

EN

ER

AL

S

TR

U C

TU

R A L

NO

TE

S

AN

D

DE

T A

IL

S

VI

I

E.

S

AL

AH

AT

, P

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NTS

SUSPENDED CEILING DETAILS1

NTS

CMU PARTITION LAT. SUPPORT2 NTS

METAL STUD PARTITION LAT. SUPPORT3

H

2 2

3 3

4 4

6 6

7 7

8 8

10 10

11 11

HH

HH

GG

GG

FF

FF

EE

EE

DD

DD

CC

CC

BB

BB

AA

AA

Z

Z

X

X

Y

Y

W

W

V

V

U

U

T

T

S

S

R

R

P

P

Q

Q

O

O

N

N

M

M

L

L

K

K

J

J

G

G

F

F

E

E

D

D

C

C

B

B

A

A

5 5

9 9

1096' - 11"

37' - 10" 39' - 1" 39' - 1" 39' - 1" 39' - 1" 3' - 2" 24' - 2" 39' - 1" 39' - 1" 39' - 1" 39' - 1" 39' - 1" 39' - 1" 39' - 1"

3' - 2" 24' - 2" 39' - 1" 39' - 1" 39' - 1" 39' - 1" 39' - 1" 39' - 1" 39' - 1"

3' - 2" 24' - 2" 39' - 1" 39' - 1" 39' - 1" 39' - 1" 39' - 1" 39' - 1" 39' - 1"

1099' - 7"

8" STRUCTURAL

PRECAST WALL AT ALL

LOCATIONS (TYP.), SEE

NOTES ON S-101.

8" STRUCTURAL

PRECAST WALL AT ALL

LOCATIONS (TYP.), SEE

NOTES ON S-101.

8" STRUCTURAL

PRECAST WALL AT ALL

LOCATIONS (TYP.), SEE

NOTES ON S-101.

8" STRUCTURAL

PRECAST WALL AT ALL

LOCATONS (TYP.), SEE

NOTES ON S-101.

E.

O

.F

1'

2" E.O.F.

1' - 4"

61' - 4"

1 1

9'

4"

1. FLAT MAT SLAB (TYP.) SHALL BE 24" THICK, MIN., WITH #7 BARS AT 12" O.C.E.W., TOP AND BOTTOM, U.N.O. FOR ADDITIONAL REINFORCING, REFER TO FOUNDATION SECTIONS/DETAILS.

2. CONCRETE FOUNDATION SHALL BE PLACED AT 100FT MAX. LANE LENGTH BY 20FT MAX. LANE WIDTH

PER EACH PLACMENT.

3. ALL CMU WALLS SHOWN SHALL BE 8" UNITS REINFORCED WITH #5 VERTICAL BARS @ 24" ON CENTER

MINIMUM. EACH REINFORCED CELL SHALL BE FULLY GROUTED, U.N.O..

4. FOR TORNADO SHELTERS, ALL CMU WALLS SHOW BE 8" UNITS FULLY GROUTED AND REINFORCED

WITH #5 VERTICAL BARS @ 8" ON CENTER MINIMUM, U.N.O..

5. BOND BEAMS FOR CMU WALLS SHALL BE 8" DEEP MINIMUM, SPACED VERTICALLY AT 48" ON CENTER MAXIMUM, REINFORCED WITH (2) - #5 HORIZONTAL BARS. SEE SHEET S-002, S-005 FOR CMU NOTES

AND DETAILS AND S-601 FOR CMU BOND BEAMS SCHEDULE.

6. ALL GRIDLINES & INTERSECTIONS OF GRIDLINES REPRESENT CENTER LINE OF HSS COLUMNS (TYP.).

ALL COLUMN SIZES ARE HSS9x9x3/8, U.N.O.

7. FIRST FLOOR F.F. REFERENCE EL. FOR STRUCTURAL PLANS IS 0'-0". SEE CIVIL DRAWINGS, SITE

GRADING PLANS, FOR CONSTRUCTION F.F. EL.

8. REFER TO MECHANICAL AND ARCHITECTURAL DRAWINGS FOR LOCATIONS OF FLOOR DRAINS, SLAB

PENETRATIONS, RECESS AT ENTRANCE AND OTHER LOCATIONS. SLAB THICKNESS SHALL BE

MAINTAINED AT RECESSES.

9. 8" THICK STRUCTURAL PRE-CAST WALL (TYP. U.N.O.). REFER TO GENERAL NOTES.

GENERAL SHEET NOTES:

NOTES:

1. REFER TO LATEST ACI 302.1R, GUIDE FOR CONCRETE FLOOR

AND SLAB CONSTRUCTION.

2. REFER TO DIVISION 03 SPECIFICATION FOR ADDITIONAL

REQUIREMENTS.

3. REFER TO ARCHITECTURAL DRAWING FOR FLOOR FINISHES.

FLOOR FLATNESS (FF) AND FLOOR LEVELNESS (FL) REQUIREMENTS

BUILDING AREAS

GPW

ANNEX & BATT. CHARGING RM.

SPECIFIED OVERALL MINIMUM LOCAL ACI 302.1R FLOOR

CLASSIFICATION

CONCRETE SURFACE

FINAL FINISHINGFF LL FF LL

35 25 21 15 20 15 12 9

5 (FLAT) HARD STEEL TROWEL

2 (CONVENTIONAL) LIGHT STEEL TROWEL

SHEET

SEQUENCE

NUMBER

1 2 3 4 5

D ra wn b y:

D es ig ne d by

Su bm itt ed b y:

Fi le

N am e:

D at e:

C on tra ct

N o.

So lic ita tio n N o.

U .S

. A R

M Y

EN

G

IN

EE

R D

IS

TR

R

PS

O

F

EN

G

IN

EE

R

S

FO

R T

W O

R

TH

, T

EX

AS

R ev ie we d by

US Army Corps of Engineers ®

D

C

B

A

Pl ot

S ca le

Pl ot

D at e:

R ev

Sy m bo l

D es cr ip tio n

Tr ac ki ng

N o.

Ac tio n D at e

EN

G

IN

EE

R

IN

G

C O

N

ST

R U

C

TI

O N

D

IV

IS

IO

N

EN

G

IN

EE

R

IN

G

B R

AN

C

H As in di ca te d

2/

/2

:0 3:

AM

R E D

RI

VE

R A R

M Y

DE

PO

T, H

O O

KS

, T

EX

A S

FY

D L A

G

EN

ER

A L

P

UR

PO

SE

W

AR

EH

O

U S E

FE

BR

U

AR

Y

W

G

-1 9-

B-

Fort Worth District

J.

R

O

BB

IN

S

J.

R

O

BB

IN

S

M

AT

TH

EW

P . V

AV

R

A, P

.E

C H

IE

F, S

TR

U C

TU

R

AL

S

EC

TI

O N

S-101

O

VE

RA

LL

F O

UN

DA

TI

O

N

PL

AN

E.

S

AL

AH

AT

, P .E

1" = 40'-0"

OVERALL FOUNDATION PLAN1

KEYPLAN

A

B

C

D

E

F

G

H

I

SCALE: 1"=40'-0"

0204060

PLAN NORTH

2 2

3 3

4 4

6 6

G

G

F

F

E

E

D

D

C

C

B

B

A

A

5 5

37' - 10" 39' - 1" 39' - 1"…